CN108560619B - The analysis method and system of dynamic test for pile foundation bearing capacity - Google Patents
The analysis method and system of dynamic test for pile foundation bearing capacity Download PDFInfo
- Publication number
- CN108560619B CN108560619B CN201810599052.3A CN201810599052A CN108560619B CN 108560619 B CN108560619 B CN 108560619B CN 201810599052 A CN201810599052 A CN 201810599052A CN 108560619 B CN108560619 B CN 108560619B
- Authority
- CN
- China
- Prior art keywords
- pile
- foundation
- test
- penetration
- foundation pile
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
Landscapes
- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The present invention provides the analysis method of dynamic test for pile foundation bearing capacity and systems, and wherein method includes: each mechanical model of building；Hammering test is carried out to foundation pile, obtain each height of the fall data and corresponds to the pile penetration data after the foundation pile measured is hammered by weight；Foundation pile is determined in the standard value of the related mechanics parameter of affiliated soil layer type, the type of the correlation mechanics parameter includes the deformation of pile top maximum flexibility, pile top damping constant and pile side resistance constant；Dynamic test for pile foundation bearing capacity is calculated according to the standard value of each mechanical model, the height of the fall data, the pile penetration data and the related mechanics parameter, exports calculated result；Calculated result is compared with the test result obtained to foundation pile progress static test, judge whether the standard value of the related mechanics parameter meets the error requirements of setting, if being unsatisfactory for, the standard value of related mechanics parameter is adjusted, and dynamic test for pile foundation bearing capacity is recalculated according to the standard value of related mechanics parameter adjusted.
Description
Technical field
The present invention relates to engineering construction fields, and in particular to the analysis method and system of dynamic test for pile foundation bearing capacity.
Background technique
Dynamic pile testing just has already appeared before 100 years, hits theorem and conservation of energy principle, people using newton
Dynamic measuring method is started, pile penetration opening relationships formula that the dynamic test formula of piling measures when being according to piling calculates stake
Bearing capacity.Modern age, what the dynamic testing technology of the stake based on theory of stress wave started to develop rapidly, stake is considered as in soil
Elastic bar, piling process be elastic stress wave propagate process.Then, E.A.Smith has delivered the " fluctuation of drivability analysis
Equation method " proposes the difference numerical solution that wave equation is applied in pile foundation, and hammer~stake~soil series system is reduced to quality by he
Block, spring and damper model are iterated operation with electronic computer, so that wave equation drivability analysis be made to enter practical rank
Section；The differential equation that Bowles replaces description shock wave to propagate along stake using finite difference, is moved when being hammered to foundation pile by weight
Power performance is analyzed, and is solved using wave equation and has been write analysis program.
Currently, Large strain method is that unique one kind can detect bearing capacity of pile with pile construction integrity simultaneously
Test method.Compared with static test, Large strain method has many advantages, such as, such as: detection efficiency is high, economy is quick, equipment is easier to
Transport etc., in view of many advantages of the Large strain method in pile detection and its professionalism, is widely recognized as simultaneously by engineering circles
Using.But dynamic testing of pile is mature from beginning and is developed so far, and theoretical essence does not break through deeper progress.Therefore, mesh
Before, need a set of more reasonable theory and method to analyze dynamic test for pile foundation bearing capacity.
Summary of the invention
In view of the above-mentioned problems, the present invention provides the analysis method of dynamic test for pile foundation bearing capacity.
The purpose of the present invention is realized using following technical scheme:
First aspect present invention provides the analysis method of dynamic test for pile foundation bearing capacity, method includes the following steps:
Construct each mechanical model by existing numerical analysis method, including foundation pile mechanical model, stake side mechanical model and
Pile top mechanical model；
Hammering test is carried out to foundation pile, each height of the fall data is obtained and the corresponding foundation pile measured is hammered by weight
Pile penetration data afterwards；
Determine foundation pile in the standard value of the related mechanics parameter of affiliated soil layer type, the type packet of the correlation mechanics parameter
Include the deformation of pile top maximum flexibility, pile top damping constant and pile side resistance constant；
According to each mechanical model, the height of the fall data, the pile penetration data and the related mechanics ginseng
Several standard values calculates dynamic test for pile foundation bearing capacity, exports calculated result；
The calculated result is compared with the test result obtained to foundation pile progress static test, judges the correlation
Whether the standard value of mechanics parameter meets the error requirements of setting, if not satisfied, the standard value of the adjustment related mechanics parameter,
And dynamic test for pile foundation bearing capacity is recalculated according to the standard value of related mechanics parameter adjusted.
In a kind of optional mode of first aspect present invention, hammering test is carried out to foundation pile and is specifically included:
Using level measurement foundation pile stake top by the relative elevation before being hammered and after setting number hammering, according to measuring
The two opposite total pile penetrations of grid DEM foundation pile, obtain first total pile penetration；
It sets up theodolite and datum line beam respectively near foundation pile, and dial gauge is installed on the datum line beam；
Hammering test is carried out to foundation pile, after being hammered after hammering using the theodolite and dial gauge measurement foundation pile every time
Pile penetration, when the difference for the pile penetration that the two measures is no more than the first threshold of setting, the pile penetration that the dial gauge is measured is made
For when time final penetration of hammering test, and to foundation pile progress, hammering is tested next time；The difference for the pile penetration that the two measures is super
When crossing in the first threshold of setting, adjusts the position of the datum line beam and hammering test is carried out to foundation pile again；
The quantity of final penetration and the setting number to it is corresponding when obtain all final penetrations are cumulative second and always pass through
In-degree；
Described first total pile penetration is compared with described second total pile penetration, if the two difference is no more than the of setting
When two threshold values, using the final penetration obtained every time as the pile penetration of foundation pile after each hammering.
In a kind of optional mode of first aspect present invention, the first threshold is 0.5mm；The second threshold is
0.3mm。
In a kind of optional mode of first aspect present invention, forces associated of the determining foundation pile in affiliated soil layer type
The standard value for learning parameter, specifically includes:
The historical test data that strong strain is carried out to foundation pile for obtaining magnanimity, is extracted using Large strain curve-fitting method
Related mechanics parameter in the historical test data, and all related mechanics parameters extracted are carried out according to soil layer type
Classification storage enters database；
It is for statistical analysis to the data in the database, calculate all kinds of related mechanics ginsengs of soil layer type described in foundation pile
Several standard values.
In a kind of optional mode of first aspect present invention, the calculation formula of standard value are as follows:
In formula, ΦijFor the standard value of the jth class correlation mechanics parameter of i-th kind of soil layer type；N is to deposit in the database
The number of the jth class correlation mechanics parameter of storage；σijFor the jth class correlation mechanics parameter that is stored in the database
Standard deviation；AijFor the average value of the jth class correlation mechanics parameter stored in the database.
Second aspect, the present invention provides a kind of analysis system of dynamic test for pile foundation bearing capacity, which includes:
Mechanical model constructs module, for constructing each mechanical model, including foundation pile mechanics by existing numerical analysis method
Model, stake side mechanical model and pile top mechanical model；
Foundation pile hammers test module, for by carrying out hammering test to foundation pile, obtain each height of the fall data with
And correspond to the pile penetration data after the foundation pile measured is hammered by weight；
Relevant calculation parameter determination module, for determining foundation pile in the standard of the related mechanics parameter of affiliated soil layer type
Value, the type of the correlation mechanics parameter include the deformation of pile top maximum flexibility, pile top damping constant and pile side resistance constant；
Bearing capacity calculation module, for according to each mechanical model, the height of the fall data, the pile penetration data
And the standard value of the related mechanics parameter calculates dynamic test for pile foundation bearing capacity, exports calculated result；
Parameter adjustment module, for the calculated result to be carried out the test result progress that static test obtains with to foundation pile
Comparison, judges whether the standard value of the related mechanics parameter meets the error requirements of setting, if not satisfied, adjusting the correlation
The standard value of mechanics parameter, and dynamic test for pile foundation bearing capacity is recalculated according to the standard value of related mechanics parameter adjusted.
The invention has the benefit that
(1) it is based on the basis of numerical analysis method, proposes a kind of analysis method of new dynamic test for pile foundation bearing capacity, side
Method is convenient reliable, convenient for solving nonlinear problem, has certain engineer application reference value, can be used as research dynamic test for pile foundation and holds
Carry the theoretical foundation of power；
(2) taking for related mechanics parameter is determined according to the historical test data of strong strain was carried out to foundation pile in the past
Value can effectively improve the precision of analysis dynamic test for pile foundation bearing capacity；
(3) the pile penetration measurement of foundation pile uses integrated test facility, avoids individually using essence when the test of theodolite method
Degree grade does not reach requirement, since reference stake is vibrated when also avoiding being employed alone in the datum line beam test that foundation pile is nearby set up
Influence cause the pile penetration test result of stake unreliable, test need to will be hammered into shape every time when also avoiding individually using the level test
Frame furnishes brought inconvenient and error again.
Detailed description of the invention
The present invention will be further described with reference to the accompanying drawings, but the embodiment in attached drawing is not constituted to any limit of the invention
System, for those of ordinary skill in the art, without creative efforts, can also obtain according to the following drawings
Other attached drawings.
Fig. 1 is the flow diagram of the analysis method of the dynamic test for pile foundation bearing capacity of an illustrative embodiment of the invention；
Fig. 2 is the structural schematic diagram of the analysis system of the dynamic test for pile foundation bearing capacity of an illustrative embodiment of the invention.
Appended drawing reference:
Mechanical model constructs module 1, foundation pile hammers test module 2, relevant calculation parameter determination module 3, bearing capacity calculation
Module 4, parameter adjustment module 5.
Specific embodiment
The invention will be further described with the following Examples.
Fig. 1 shows the correlation step of the analysis method of the dynamic test for pile foundation bearing capacity of an illustrative embodiment of the invention.
As shown in Figure 1, the embodiment of the invention provides the analysis methods of dynamic test for pile foundation bearing capacity, method includes the following steps:
S1 by existing numerical analysis method construct each mechanical model, including foundation pile mechanical model, stake side mechanical model with
And pile top mechanical model.
In a kind of optional mode, when establishing the mechanical model of foundation pile, description shock wave edge is replaced using finite difference
The differential equation that foundation pile is propagated, power performance when being hammered to foundation pile by weight are analyzed, and are solved using wave equation.
Foundation pile is wherein divided into using finite element analysis the foundation pile unit of multiple setting length along its length.
Wherein, stake side mechanical model is constructed, static resistance model and dynamic resistance model including constructing stake side.Stake side static resistance
Model is elastic-plastic model, and functional form is as follows:
In formula, RsmFor Pile side soil static resistance, KmFor the stake lateral spring coefficient of foundation pile unit m, Km=Rum/ Q, RumFor foundation pile list
First m pile side resistance limiting value, Q are the maximum flexibility deformation of soil, DmFor the deformation of foundation pile unit m soil.
Stake side dynamic resistance pattern function is as follows:
Rdm=Rsm×Jsm×vm
In formula, JsmFor the stake side damping constant of foundation pile unit m, vmFor the speed of foundation pile unit m.
The damping of stake side uses different damping constant, according to this programme calculation method and Practical Project comparison of test results,
Value range can refer to following table, wherein JsIndicate stake side damping function:
The present embodiment proposes the reasonable value range of stake side damping constant, and preferable foundation can be provided for theoretical calculation.
Wherein, pile top mechanical model is constructed, static resistance model and dynamic resistance model including constructing pile top.Pile top static resistance
Model is elastic-plastic model, and functional form is as follows:
In formula, RspFor pile top soil static resistance, KpFor pile top spring constant, Kp=Rup/ Q, RupFor end-resistance limiting value, Q
It is deformed for the maximum flexibility of soil, DpFor the deformation of soil.
Pile top dynamic resistance pattern function is as follows:
Rdp=Rsp×Jsp×vp
In formula, JspFor pile top soil damping constant, vpFor the speed of pile top.
S2 carries out hammering test to foundation pile, obtains each height of the fall data and the corresponding foundation pile measured is hammered into shape by weight
Pile penetration data after hitting.
In a kind of mode in the cards, hammering test is carried out to foundation pile and is specifically included:
(1) relative elevation before being hammered using level measurement foundation pile stake top and after setting number hammering, according to
The opposite total pile penetration of grid DEM foundation pile of two measured, obtains first total pile penetration；Specifically, it is hammered in foundation pile by weight
Before, i.e., foundation pile stake top is measured before not furnishing hammer carrier using level, measure stake top hammer before relative elevation, foundation pile by
It after setting the weight hammering of number, that is, is measured, is measured opposite after stake top hammers using level again after removing stake top hammer carrier
Elevation, relative elevation can be obtained by first total pile penetration before relative elevation after hammering is subtracted hammering.
(2) theodolite and datum line beam are set up respectively near foundation pile, and dial gauge is installed on the datum line beam；Wherein,
The erection sequence of the present embodiment pair warp and weft instrument and datum line beam is not construed as limiting.To avoid foundation pile beam from being affected by vibrations, foundation pile
When length is 1.5m, the length of datum line beam is preferably arranged to 6m.The fixed mode of bolt can be used and fix the datum line beam.
(3) hammering test is carried out to foundation pile, is hammered after hammering using the theodolite and dial gauge measurement foundation pile every time
Pile penetration afterwards, when the difference of the pile penetration that the two measures is no more than the first threshold of setting, injection that the dial gauge is measured
It spends as the final penetration tested when time hammering, and hammering next time is carried out to foundation pile and is tested；The pile penetration that the two measures it
It when difference is more than in the first threshold of setting, adjusts the position of the datum line beam and hammering test is carried out to foundation pile again, until surveying
Until the result of examination meets above-mentioned threshold requirement.Wherein, which is preferably arranged to 0.5mm.
(4) when the quantity of final penetration with it is described setting number to it is corresponding when, that is, final penetration quantity be equal to described in
Number is set, all final penetrations are added up and obtain second total pile penetration.
(5) described first total pile penetration is compared with described second total pile penetration, if the two difference is no more than setting
Second threshold when, using the final penetration obtained every time as the pile penetration of foundation pile after corresponding hammering every time.Wherein, this second
Threshold value is preferably arranged to 0.3mm.
In this implementation, the pile penetration measurement of foundation pile uses integrated test facility, avoids and is individually surveyed using theodolite method
Accuracy class does not reach requirement when examination, due to reference stake when also avoiding being employed alone in the datum line beam test that foundation pile is nearby set up
Vibrated influence causes the pile penetration test result of stake unreliable, also avoids that level is individually used to test every time when testing
Inconvenient and error brought by need to furnishing again hammer carrier.
S3 determines foundation pile in the standard value of the related mechanics parameter of affiliated soil layer type, the type of the correlation mechanics parameter
Including the deformation of pile top maximum flexibility, pile top damping constant and pile side resistance constant.In a kind of mode that can be realized, base is determined
Standard value of the stake in the related mechanics parameter of affiliated soil layer type method particularly includes:
The historical test data that strong strain is carried out to foundation pile for obtaining magnanimity, is extracted using Large strain curve-fitting method
Related mechanics parameter in the historical test data, and all related mechanics parameters extracted are carried out according to soil layer type
Classification storage enters database；It is for statistical analysis to the data in the database, calculate all kinds of of soil layer type described in foundation pile
The standard value of related mechanics parameter.Wherein, when calculating standard value, adoptable calculation formula are as follows:
In formula, ΦijFor the standard value of the jth class correlation mechanics parameter of i-th kind of soil layer type；N is to deposit in the database
The number of the jth class correlation mechanics parameter of storage；σijFor the jth class correlation mechanics parameter that is stored in the database
Standard deviation；AijFor the average value of the jth class correlation mechanics parameter stored in the database.
For example, foundation pile is calculated in the standard value that the pile top maximum flexibility of affiliated soil layer type deforms, it can will be in database
The related data of all pile top maximum flexibility deformations for belonging to the soil layer type of storage calculates the original data as former data
Average and standard deviation, to calculate the pile top maximum flexibility of the soil layer type according to above-mentioned standard value calculation formula
The standard value of deformation.
The present embodiment determines related mechanics parameter according to the historical test data of strong strain was carried out to foundation pile in the past
Value, can effectively improve analysis dynamic test for pile foundation bearing capacity precision.
S4 is according to each mechanical model, the height of the fall data, the pile penetration data and the related mechanics
The standard value of parameter calculates dynamic test for pile foundation bearing capacity, exports calculated result.
Specifically, program composition and calculating parameter typing are carried out.The calculating parameter includes the height of the fall data, described
The standard value of pile penetration data and the related mechanics parameter.The program is worked out using FORTRAN software, wherein stake
Side damping uses different damping constant, and pile side resistance uses nonlinear Distribution mode.The calculating parameter inputted is as shown in the table:
S5 compares the calculated result with the test result obtained to foundation pile progress static test, judges the phase
Whether the standard value for closing mechanics parameter meets the error requirements of setting, if satisfied, using the calculated result as final foundation pile
It is dynamic to survey Analysis of Bearing Capacity result；If not satisfied, the standard value of the adjustment related mechanics parameter, and according to forces associated adjusted
The standard value for learning parameter recalculates dynamic test for pile foundation bearing capacity.It is adjusted by the standard value to the related mechanics parameter,
The precision analyzed dynamic test for pile foundation bearing capacity can be effectively improved.
Fig. 2 shows the structural schematic diagrams of the analysis system of dynamic test for pile foundation bearing capacity.As shown in Fig. 2, the dynamic test for pile foundation is held
Carry power analysis system include:
Mechanical model constructs module 1, for constructing each mechanical model, including foundation pile mechanics by existing numerical analysis method
Model, stake side mechanical model and pile top mechanical model；
Foundation pile hammers test module 2, for by carrying out hammering test to foundation pile, obtain each height of the fall data with
And correspond to the pile penetration data after the foundation pile measured is hammered by weight；
Relevant calculation parameter determination module 3, for determining foundation pile in the standard of the related mechanics parameter of affiliated soil layer type
Value, the type of the correlation mechanics parameter include the deformation of pile top maximum flexibility, pile top damping constant and pile side resistance constant；
Bearing capacity calculation module 4, for according to each mechanical model, the height of the fall data, the injection degree
Accordingly and the standard value of the related mechanics parameter calculates dynamic test for pile foundation bearing capacity, exports calculated result；
Parameter adjustment module 5, for by the calculated result with to foundation pile carry out the obtained test result of static test into
Row comparison, judges whether the standard value of the related mechanics parameter meets the error requirements of setting, if not satisfied, adjusting the phase
The standard value of mechanics parameter is closed, and dynamic test for pile foundation bearing capacity is recalculated according to the standard value of related mechanics parameter adjusted.
Step in the above method of the present invention can be sequentially adjusted, combined, and deleted according to actual needs.
Those of ordinary skill in the art will appreciate that all or part of the steps in the various methods of above-described embodiment is can
It is completed with instructing relevant hardware by program, which can be stored in a computer readable storage medium, storage
Medium include read-only memory (Read-Only Memory, ROM), random access memory (Random Access Memory,
RAM), programmable read only memory (Programmable Read-only Memory, PROM), erasable programmable is read-only deposits
Reservoir (Erasable Programmable Read Only Memory, EPROM), disposable programmable read-only memory (One-
Time Programmable Read-Only Memory, OTPROM), the electronics formula of erasing can make carbon copies read-only memory
(Electrically-Erasable Programmable Read-Only Memory, EEPROM), CD-ROM (Compact
Disc Read-Only Memory, CD-ROM) or other disc memories, magnetic disk storage, magnetic tape storage or can
For carrying or any other computer-readable medium of storing data.
Finally it should be noted that the above embodiments are merely illustrative of the technical solutions of the present invention, rather than the present invention is protected
The limitation of range is protected, although explaining in detail referring to preferred embodiment to the present invention, those skilled in the art are answered
Work as understanding, it can be with modification or equivalent replacement of the technical solution of the present invention are made, without departing from the reality of technical solution of the present invention
Matter and range.
Claims (5)
1. the analysis method of dynamic test for pile foundation bearing capacity, characterized in that method includes the following steps:
Each mechanical model, including foundation pile mechanical model, stake side mechanical model and pile top are constructed by existing numerical analysis method
Mechanical model；
Hammering test is carried out to foundation pile, obtains each height of the fall data and after the corresponding foundation pile measured hammered by weight
Pile penetration data；
Foundation pile is determined in the standard value of the related mechanics parameter of affiliated soil layer type, the type of the correlation mechanics parameter includes stake
Sharp maximum flexibility deformation, pile top damping constant and pile side resistance constant；
According to each mechanical model, the height of the fall data, the pile penetration data and the related mechanics parameter
Standard value calculates dynamic test for pile foundation bearing capacity, exports calculated result；
The calculated result is compared with the test result obtained to foundation pile progress static test, judges the related mechanics
Whether the standard value of parameter meets the error requirements of setting, if not satisfied, the standard value of the adjustment related mechanics parameter, and root
Dynamic test for pile foundation bearing capacity is recalculated according to the standard value of related mechanics parameter adjusted；
Hammering test is carried out to foundation pile to specifically include:
Relative elevation before being hammered using level measurement foundation pile stake top and after setting number hammering, according to two measured
Relative elevation calculates the total pile penetration of foundation pile, obtains first total pile penetration；
It sets up theodolite and datum line beam respectively near foundation pile, and dial gauge is installed on the datum line beam；
Hammering test is carried out to foundation pile, the injection after being hammered after hammering using the theodolite and dial gauge measurement foundation pile every time
Degree, when the difference of the pile penetration that the two measures is no more than the first threshold of setting, using pile penetration that the dial gauge measures as working as
The final penetration of secondary hammering test, and hammering next time is carried out to foundation pile and is tested；The difference for the pile penetration that the two measures is more than to set
When fixed first threshold, adjusts the position of the datum line beam and hammering test is carried out to foundation pile again；
The quantity of final penetration and the setting number to it is corresponding when obtain second total injection for all final penetrations are cumulative
Degree；
Described first total pile penetration is compared with described second total pile penetration, if the two difference is no more than the second threshold of setting
When value, using the final penetration obtained every time as the pile penetration of foundation pile after each hammering.
2. the analysis method of dynamic test for pile foundation bearing capacity according to claim 1, characterized in that the first threshold is
0.5mm；The second threshold is 0.3mm.
3. the analysis method of dynamic test for pile foundation bearing capacity according to claim 1, characterized in that the determining foundation pile is affiliated
The standard value of the related mechanics parameter of soil layer type, specifically includes:
The historical test data that strong strain is carried out to foundation pile for obtaining magnanimity, using described in the extraction of Large strain curve-fitting method
Related mechanics parameter in historical test data, and all related mechanics parameters extracted are classified according to soil layer type
It is stored into database；
It is for statistical analysis to the data in the database, calculate all kinds of related mechanics parameters of soil layer type described in foundation pile
Standard value.
4. the analysis method of dynamic test for pile foundation bearing capacity according to claim 3, characterized in that the calculation formula of standard value
Are as follows:
In formula, ΦijFor the standard value of the jth class correlation mechanics parameter of i-th kind of soil layer type；It is stored in the n database
The number of the jth class correlation mechanics parameter；σijFor the standard of the jth class correlation mechanics parameter stored in the database
Difference；AijFor the average value of the jth class correlation mechanics parameter stored in the database.
5. the analysis system of dynamic test for pile foundation bearing capacity, characterized in that the system includes:
Mechanical model constructs module, for constructing each mechanical model by existing numerical analysis method, including foundation pile mechanical model,
Stake side mechanical model and pile top mechanical model；
Foundation pile hammers test module, for by carrying out hammering test to foundation pile, obtaining each height of the fall data and right
The foundation pile that should be measured hammered by weight after pile penetration data；
Relevant calculation parameter determination module, for determining foundation pile in the standard value of the related mechanics parameter of affiliated soil layer type, institute
The type for stating related mechanics parameter includes the deformation of pile top maximum flexibility, pile top damping constant and pile side resistance constant；
Bearing capacity calculation module, for according to each mechanical model, the height of the fall data, the pile penetration data and
The standard value of the correlation mechanics parameter calculates dynamic test for pile foundation bearing capacity, exports calculated result；
Parameter adjustment module, for by the calculated result with the obtained test result of static test carried out to foundation pile carry out pair
Than judging whether the standard value of the related mechanics parameter meets the error requirements of setting, if not satisfied, adjusting the forces associated
The standard value of parameter is learned, and dynamic test for pile foundation bearing capacity is recalculated according to the standard value of related mechanics parameter adjusted；
It is described that hammering test is carried out to foundation pile, it specifically includes:
Relative elevation before being hammered using level measurement foundation pile stake top and after setting number hammering, according to two measured
Relative elevation calculates the total pile penetration of foundation pile, obtains first total pile penetration；
It sets up theodolite and datum line beam respectively near foundation pile, and dial gauge is installed on the datum line beam；
Hammering test is carried out to foundation pile, the injection after being hammered after hammering using the theodolite and dial gauge measurement foundation pile every time
Degree, when the difference of the pile penetration that the two measures is no more than the first threshold of setting, using pile penetration that the dial gauge measures as working as
The final penetration of secondary hammering test, and hammering next time is carried out to foundation pile and is tested；The difference for the pile penetration that the two measures is more than to set
When fixed first threshold, adjusts the position of the datum line beam and hammering test is carried out to foundation pile again；
The quantity of final penetration and the setting number to it is corresponding when obtain second total injection for all final penetrations are cumulative
Degree；
Described first total pile penetration is compared with described second total pile penetration, if the two difference is no more than the second threshold of setting
When value, using the final penetration obtained every time as the pile penetration of foundation pile after each hammering.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810599052.3A CN108560619B (en) | 2018-06-12 | 2018-06-12 | The analysis method and system of dynamic test for pile foundation bearing capacity |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810599052.3A CN108560619B (en) | 2018-06-12 | 2018-06-12 | The analysis method and system of dynamic test for pile foundation bearing capacity |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN108560619A CN108560619A (en) | 2018-09-21 |
| CN108560619B true CN108560619B (en) | 2019-03-19 |
Family
ID=63553405
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810599052.3A Active CN108560619B (en) | 2018-06-12 | 2018-06-12 | The analysis method and system of dynamic test for pile foundation bearing capacity |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108560619B (en) |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111289374A (en) * | 2020-03-06 | 2020-06-16 | 许昌学院 | Novel quality detection system for cfg piles |
| CN112818437B (en) * | 2020-12-30 | 2022-07-15 | 中国电力工程顾问集团西南电力设计院有限公司 | Integrated analysis method for calculating optimized charting of offshore wind power single-pile foundation design |
| CN117871293B (en) * | 2024-03-11 | 2024-05-28 | 四川嘉乐地质勘察有限公司 | Self-correction-based high strain force detection method and detection device |
Family Cites Families (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR101678912B1 (en) * | 2013-09-06 | 2016-11-23 | 한국건설기술연구원 | Method and Structure for Load Test of Pile |
| CN105019481A (en) * | 2015-06-30 | 2015-11-04 | 安徽省（水利部淮河水利委员会）水利科学研究院（安徽省水利工程质量检测中心站） | Method for testing bearing capacity of foundation pile with dynamic stage loading method |
| CN207017320U (en) * | 2017-07-26 | 2018-02-16 | 广州华测衡建工程检测有限公司 | A kind of foundation pile low-strain dynamic measure system |
| CN107630474B (en) * | 2017-08-17 | 2019-09-03 | 青岛理工大学 | Dynamic determination method for anti-skid durability of slope anti-skid pile |
-
2018
- 2018-06-12 CN CN201810599052.3A patent/CN108560619B/en active Active
Also Published As
| Publication number | Publication date |
|---|---|
| CN108560619A (en) | 2018-09-21 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108560619B (en) | The analysis method and system of dynamic test for pile foundation bearing capacity | |
| CN107315862A (en) | A kind of method for setting up open-cut foundation ditch engineering investigation and analog parameter relation | |
| CN115983062B (en) | High arch dam seismic damage assessment method and system based on finite element model correction | |
| CN111914454A (en) | Performance-based slope earthquake vulnerability assessment method | |
| CN108509755B (en) | Tubular pole Analysis of Vertical Load Capacity method and system based on strong strain data | |
| CN114169238A (en) | Automatic inversion method for joint development tunnel surrounding rock mechanical parameters | |
| CN106952003A (en) | High Ground Stress Areas beded rock mass underground rock cavern Failure type Forecasting Methodology | |
| Ziotopoulou et al. | Cyclic strength of Ottawa F-65 sand: Laboratory testing and constitutive model calibration | |
| CN110096805A (en) | Based on the quantization of structural parameters uncertainty and transmission method for improving bootstrap under a kind of finite observation data | |
| CN110569477A (en) | Landslide section stability analysis method based on particle swarm optimization algorithm | |
| CN109711063A (en) | A kind of station tunneling drilling depth method of adjustment and device suitable for upper-soft lower-hard ground | |
| CN113158315A (en) | Rock-soil body parameter three-dimensional non-stationary condition random field modeling method based on static cone penetration data | |
| CN108763164A (en) | Evaluation method for coal and gas outburst inversion similarity | |
| CN113051788A (en) | Arm support fatigue analysis method | |
| CN106934729B (en) | Building detection and identification method and device | |
| CN108470106A (en) | A kind of computational methods of the pile penetration of pile foundation | |
| Huang et al. | Settlement predictions of a trial embankment on Ballina Clay | |
| ElGhoraiby et al. | Effects of small variability of soil density on the consequences of liquefaction | |
| CN111274720A (en) | Inversion identification method for pile foundation model parameters | |
| Dey et al. | Bearing capacity of single pile in sand: reliability analysis using Monte-Carlo simulation | |
| Sainea-Vargas et al. | Conditional random field simulation for analysis of deep excavations in soft soils | |
| CN116258071A (en) | Surrounding rock monitoring index effectiveness evaluation method | |
| Hardy et al. | Statistical Model Updates for Fast-Tracked Model Insights and Value-of-Information | |
| DiCarlo | Applications of statistics to minimize and quantify measurement error in finite element model updating | |
| CN118408844A (en) | Roadbed modulus detection method based on drop hammer type deflection meter |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |